CN112726623A - Deep soil excavation and backfilling construction method based on interlocking type hole expansion steel immersed tube - Google Patents
Deep soil excavation and backfilling construction method based on interlocking type hole expansion steel immersed tube Download PDFInfo
- Publication number
- CN112726623A CN112726623A CN202011593315.3A CN202011593315A CN112726623A CN 112726623 A CN112726623 A CN 112726623A CN 202011593315 A CN202011593315 A CN 202011593315A CN 112726623 A CN112726623 A CN 112726623A
- Authority
- CN
- China
- Prior art keywords
- steel immersed
- immersed tube
- interlocking
- tube
- soil
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/18—Making embankments, e.g. dikes, dams
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/28—Prefabricated piles made of steel or other metals
- E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a construction method for deep soil excavation and backfilling based on interlocking hole expansion steel immersed tubes, which comprises the following steps: selecting a starting point on a boundary line of a region to be treated, taking the starting point as the center of a first steel immersed tube, and immersing the first steel immersed tube into soil by using immersed tube equipment; according to the set propelling direction, the sinking point of the second steel immersed tube is determined and sunk by taking the interlocking structure as a base point, the third steel immersed tube and the fourth steel immersed tube are sequentially sunk according to the propelling direction, and the lower parts of the immersed tubes are tightly attached in a regular hexagon shape; after the soil in the first steel immersed tube is excavated, the steel immersed tube is pulled out and backfilled; and then, the first steel immersed tube is used as a fourth steel immersed tube, the steel immersed tubes left in the soil are sequentially changed into the first steel immersed tube, the second steel immersed tube and the third steel immersed tube, and the operation is sequentially repeated, so that the excavation treatment and the backfilling of the specific area are realized. According to the invention, the excavation treatment and backfilling of soil in the immersed tube are realized through the multi-tube interlocking, the outer reaming body and the bottom boot tube, the construction process is simple, a large-scale foundation pit and support are not needed, and the construction cost is effectively saved.
Description
Technical Field
The invention belongs to the field of environmental management and civil engineering foundation engineering treatment, and particularly relates to a deep soil excavation and backfilling construction method based on interlocking hole expansion steel immersed tubes.
Background
With the development of industrialization and urbanization, soil pollution remediation becomes an increasingly critical link in environmental management; for polluted soil bodies in specific geological conditions, such as deep underground layers, excavation construction needs to be carried out for special treatment. The specific foundation treatment in civil engineering also relates to excavation treatment of local areas, and is mostly carried out by adopting a foundation pit excavation and supporting mode.
In the prior art, when soil treatment or specific foundation treatment is carried out, if a foundation pit excavation and supporting mode is adopted, the construction process is complex, the cost is high, and the cost control of environment treatment and building foundation treatment is not facilitated.
Disclosure of Invention
In view of the defects or shortcomings in the prior art, the invention aims to provide a deep soil excavation and backfilling construction method based on the interlocking type reaming steel immersed tube.
In order to achieve the above purpose, the embodiment of the invention adopts the following technical scheme:
the embodiment of the invention provides a deep soil excavation and backfilling construction method based on an interlocking hole expansion steel immersed tube, which comprises the following steps:
step S1, preparing at least four interlocking steel immersed tubes to be transported to a construction site, and installing pile sinking equipment and pulling equipment; the interlocking type steel immersed tube is provided with coaxial regular hexagon reaming cones which are distributed from top to bottom, and the bottom of the steel immersed tube is a bottom boot tube; the middle of each of six sides of the reaming cone is provided with a through upper and lower gap, an through upper and lower interlocking structure is arranged in each gap, the interlocking structures are welded on the outer wall of the steel immersed tube and extend to the tube opening from the upper part of the bottom blade of the bottom boot tube along the axis direction;
step S2, the maximum boundary of the area to be excavated is defined, and a starting point is selected on the boundary line;
step S3, taking the initial point as the center of the first interlocking type steel immersed tube, and immersing the first interlocking type steel immersed tube into the soil to be excavated through pile sinking equipment;
step S4, taking the interlocking structure closest to the boundary line on the first interlocking type steel immersed tube as a base point, locking the current interlocking structure and the interlocking structure of the second interlocking type steel immersed tube, determining the sinking point of the second interlocking type steel immersed tube, sinking the second interlocking type steel immersed tube into the soil to be excavated through pile sinking equipment, and realizing sealing connection at the lower part of the steel immersed tube in a regular hexagon manner;
step S5, based on two unlocked interlocking structures which are positioned on the inner side of the boundary line and have the shortest distance from the central connecting line of the first interlocking type steel immersed tube and the second interlocking type steel immersed tube, the first interlocking type steel immersed tube and the second interlocking type steel immersed tube are in butt joint interlocking connection with the third steel immersed tube and are immersed in soil to be excavated, the lower parts of the three steel immersed tubes are connected and attached in a regular hexagon mode, and meanwhile, the centers of the three steel immersed tubes form a regular triangle;
step S6, on the basis of two unlocked interlocking structures with the shortest distance between two interlocking type steel immersed pipes in the excavation advancing direction on the inner side of the boundary line, the interlocking type steel immersed pipes are in butt joint interlocking connection with a fourth steel immersed pipe, and the fourth interlocking type steel immersed pipe is immersed into the soil to be excavated through pile sinking equipment;
step S7, after excavating and cleaning the soil in the first interlocking type steel immersed tube, lifting the first steel immersed tube out, and backfilling in the lifting out process;
step S8, judging whether the steel immersed tube covers all areas needing to be excavated in the boundary line; if yes, finishing construction; if not, the first interlocking type steel immersed tube is used as a fourth interlocking type steel immersed tube, the three steel immersed tubes left in the soil are sequentially changed into a first steel immersed tube, a second steel immersed tube and a third steel immersed tube, and the step S6 is carried out.
In a preferred embodiment of the present invention, the advancing direction in step S6 is selected from two sides starting from the center point of the third interlocking steel immersed tube forming the vertex of the regular triangle, and two unlocked interlocking structures with one side corresponding to an angle of 120 degrees are used as the advancing direction.
As a preferred embodiment of the invention, the interlocking steel immersed tube adopts a thick-wall steel tube with the wall thickness of more than 10 mm.
As a preferred embodiment of the present invention, a cavity and a penstock pre-embedded at two sides of the cavity are respectively provided in the reaming cones corresponding to each corner of the regular hexagon distributed from top to bottom; non-shrinkage cement mortar is filled in the cavity; the pressure water pipe is used for assisting high-pressure flushing when the pipe is immersed, and assisting immersed pipe construction.
As a preferred embodiment of the invention, the interlocking structure is a J-shaped or L-shaped hook-shaped structure with three folded corners, one is inserted into the other to form interlocking, and the long sides are welded with the steel pipe main body.
As a preferred embodiment of the present invention, except for the interlocking mechanism in the middle, the whole reaming shoe tube at the bottom of the steel immersed tube is a six-petal structure with a regular hexagon outside, a circular inside and a gradual outward expansion from top to bottom, so as to form a bell-mouth bottom blade with an outward inclination angle, and soil corresponding to the bell-mouth is squeezed into the steel immersed tube during the sinking process of the steel immersed tube.
As a preferred embodiment of the invention, the soil in the steel immersed tube is excavated, the excavation and the material taking of the soil body in the steel immersed tube are realized through a spiral drilling bucket and a rotary excavating hopper, the treatment is carried out, and then the backfilling is carried out.
As a preferred embodiment of the present invention, the step S7 further includes: after backfilling to an elevation, in order to ensure the backfilling compactness and accelerate sedimentation, a backfilled soil body is piled up.
As a preferred embodiment of the present invention, the method further comprises: constructing in groups in the same boundary line, preparing site construction hole sites and a sequential arrangement diagram, and alternately pushing each group of four steel immersed tubes to one side; and multiple groups of steel immersed pipes are matched, and at least 20cm of overlapping coverage area is reserved at the edge part or the processed part of each group of steel immersed pipes during construction.
The technical scheme provided by the embodiment of the invention has the following beneficial effects:
through multitube interlocking and outer reaming body of steel immersed tube and bottom boots pipe, realize the excavation and the backfill of the interior soil of immersed tube, satisfy the needs that soil was administered and the engineering, the work progress is simple, need not strut, has effectively practiced thrift construction cost.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
FIG. 1 is a flow chart of a deep soil excavation and construction method based on an interlocking reaming steel immersed tube, provided by the invention;
FIG. 2 is a schematic diagram showing the advancing direction of the deep soil excavation and backfilling construction method according to the present invention;
FIG. 3 is a schematic diagram of the construction of deep soil excavation and backfilling according to the present invention.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and examples. It is to be understood that the specific embodiments described herein are merely illustrative of the relevant invention and not restrictive of the invention. It should be noted that, for convenience of description, only the portions related to the present invention are shown in the drawings.
It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict. The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings.
As shown in fig. 1, an embodiment of the present invention provides a deep soil excavation and construction method based on an interlocking steel immersed tube, including the following steps:
step S1, project preparation, including: preparing at least four interlocking steel immersed tubes, transporting the interlocking steel immersed tubes to a construction site, and installing pile sinking equipment and pulling equipment; the bottom of the interlocking steel immersed tube is provided with coaxial regular hexagon reaming cones distributed from top to bottom, and the reaming cones extend to the bottom to form a bottom boot tube; a gap penetrating through the upper portion and the lower portion is formed in the middle of the chambering cone, an interlocking structure penetrating through the upper portion and the lower portion is arranged in the gap, the interlocking structure is welded to the outer wall of the steel immersed tube, and the upper portion of a boot tube bottom blade of the boot tube from the bottom extends to the tube opening along the axis direction.
And step S2, defining the maximum boundary of the area to be excavated, and selecting a starting point on the boundary line.
And step S3, taking the initial point as the center of the first interlocking type steel immersed tube, and immersing the first interlocking type steel immersed tube into the soil to be excavated through pile sinking equipment.
Wherein, the interlocking steel immersed tube adopts a thick-wall steel tube with the wall thickness more than 10 mm. The interlocking type steel immersed tube adopts a uniform design size, a factory uniformly feeds materials, sectional processing can also be adopted so as to ensure the processing precision, and all sections of steel immersed tubes are welded on site or lengthened by adopting high-strength bolts for connection. The steel immersed tube is easy to process, the required equipment is conventional piling equipment, the steel immersed tube is easy to obtain, and the construction method has strong operability.
And step S4, taking the interlocking structure closest to the boundary line on the first interlocking type steel immersed tube as a base point, locking the current interlocking structure and any interlocking structure of the second interlocking type steel immersed tube, determining the sinking point of the second interlocking type steel immersed tube, sinking the second interlocking type steel immersed tube into the soil to be excavated through pile sinking equipment, and realizing the close splicing of the lower part of the steel immersed tube in a regular hexagon mode.
Interlocking steel immersed tube bottom is provided with the hexagon reaming boots pipe with the axle center, and six limit centers of reaming boots pipe have the breach about running through, are provided with interlocking structure in the breach, and interlocking structure welds on steel immersed tube outer wall, and extends to the mouth of pipe along the axis. Preferably, a cavity and pressure water pipes pre-buried at two sides of the cavity are respectively arranged in the reaming cones corresponding to six angles of the hexagon partitioned by the six notches. The volume of the intermittent soil between the steel immersed tubes is less than 10% of the volume of the soil inside the steel immersed tubes. When the rotary excavating machine is used for excavating, auxiliary measures such as flushing and the like are taken through the pressure water pipe, and excavation construction can be carried out under different soil geological conditions. Non-shrinkage cement mortar is filled in the cavity, so that the integrity and the rigidity are improved.
The interlocking structure is a J-shaped or L-shaped hook-shaped structure with three folding angles, one is inserted into the other to form interlocking, and cannot be separated, and the long edge is welded with the steel pipe main body. Through the interlocking structure, the mutual locking of a plurality of steel immersed tubes is realized, a plurality of tubes form a whole body which is mutually connected, and the bottom boot tubes are in a regular hexagon which is spliced in a mutually close fit manner except the interlocking structure, so that the bottom region is basically covered.
In the step, one side of a hexagon of a reaming shoe pipe of the second interlocking type steel immersed tube is overlapped with one side of a reaming shoe pipe of the first interlocking type steel immersed tube in parallel, so that soil between upper circular steel immersed tubes is squeezed into the steel immersed tubes through the reaming shoe pipes in a mode of close connection of the hexagons at the lower parts, the soil is excavated or replaced to cover the whole area to be excavated, gaps do not exist between the steel immersed tubes, and soil in the gaps of the circular steel immersed tubes is respectively pressed into the steel immersed tubes.
In a preferred embodiment of the invention, the reaming shoe pipe at the bottom of the steel immersed tube is integrally of a hexapetal-shaped structure which is regular hexagon in outside, circular in inside and gradually expanded outwards from top to bottom except for the interlocking mechanism in the middle, so as to form a bell-mouth bottom blade with an outward inclination angle, and soil corresponding to the bell-mouth is squeezed into the steel immersed tube in the sinking process of the steel immersed tube.
And step S5, based on the two unlocked interlocking structures which are positioned on the inner side of the boundary line and have the shortest distance from the central connecting line of the first interlocking type steel immersed tube and the second interlocking type steel immersed tube, locking the current two interlocking structures and any two adjacent interlocking structures of the third interlocking type steel immersed tube, determining the sinking point of the third interlocking type steel immersed tube, sinking the third interlocking type steel immersed tube into the soil to be excavated through pile sinking equipment, realizing the close fit splicing of the lower parts of the three steel immersed tubes in a regular hexagon mode, and simultaneously forming a regular triangle at the centers of the three steel immersed tubes.
And step S6, on the basis of two unlocked interlocking structures with the shortest distance between two interlocking steel immersed pipes in the excavation advancing direction on the inner side of the boundary line, locking the current two interlocking structures and any two adjacent interlocking structures of a fourth interlocking steel immersed pipe, determining the sinking point of the fourth interlocking steel immersed pipe, and sinking the fourth interlocking steel immersed pipe into the soil to be excavated through pile sinking equipment.
In this step, as shown in fig. 2 and 3, in the propulsion direction, two unlocked interlocking structures with one side corresponding to an angle of 120 degrees are selected from two sides starting from the center point of the third interlocking steel immersed tube forming the vertex of the regular triangle, and the two unlocked interlocking structures are used as the propulsion direction. At this time, the number of the interlocking points is two, and the sinking difficulty is small.
And after the fourth interlocking type steel immersed tube is immersed, the second, third and fourth steel immersed tubes form a new regular triangle which shares the same side with the original regular triangle, and the subsequent propelling direction is selected from two sides starting from the vertex of the newly formed regular triangle.
And step S7, after excavating and cleaning the soil in the first interlocking type steel immersed tube, hoisting the first steel immersed tube, and backfilling in the hoisting process.
In the step, the soil in the steel immersed tube is excavated, and the rapid excavation and material taking of the soil body in the steel immersed tube are realized through the spiral drilling bucket and the rotary drilling bucket.
After the step is finished, the centers of the remaining second steel immersed tube, the remaining third steel immersed tube and the remaining fourth steel immersed tube form a new regular triangle which shares the same side with the original triangle; the steel immersed tube can be taken out from the ground by vibrating or hydraulic tube drawing machines and combining with hoisting equipment; and in the process of taking out the steel immersed tube, appropriate backfill materials are backfilled, so that the purpose of replacement treatment of the special area is achieved, the complex excavation or supporting work of the foundation pit is avoided, and the influence on the surrounding environment is reduced.
The method can also comprise the following steps: piling up and backfilling soil. Because the backfilled soil body belongs to a loose square, the initial backfilling compactness is not high, in order to balance the sedimentation of the backfilled soil body, the backfill materials are properly piled up for a certain height in the region of the completed hole for backfilling, the sedimentation of the backfilled soil body is accelerated, and the influence on the periphery can be reduced.
Step S8, judging whether the steel immersed tube covers all areas needing to be excavated in the boundary line; if yes, finishing construction; if not, the first interlocking type steel immersed tube is used as a fourth interlocking type steel immersed tube, the three steel immersed tubes left in the soil are sequentially changed into a first steel immersed tube, a second steel immersed tube and a third steel immersed tube, and the step S6 is carried out.
In this embodiment, four steel immersed tubes are used for repeated operation to cover the whole area to be excavated. In another embodiment of the invention, more than four steel immersed tubes can be adopted for sequential operation. The data of the steel immersed tube are at least four, and at least three steel immersed tubes are reserved in the soil, the centers of the three steel immersed tubes form a regular triangle stable structure, and the stability of other steel immersed tubes cannot be influenced by the lifting of other steel immersed tubes.
When five steel immersed tubes are adopted, four steel immersed tubes can be kept in the soil all the time, and the selection of the propelling direction aims at finally covering all the areas in the boundary line.
In actual operation, the steps can be carried out in groups in the same boundary line, site construction hole sites and sequential arrangement drawings are prepared, and each group of four steel immersed tubes alternately pushes towards one side; the multiple groups are matched, the flow process of field equipment resources is realized, and the construction efficiency is improved. When each steel immersed tube is constructed, an overlapping coverage area of at least 20cm is reserved at the edge part or the processed part, and the processing area or the soil body is prevented from being omitted.
The foregoing description is only exemplary of the preferred embodiments of the invention and is illustrative of the principles of the technology employed. It will be appreciated by those skilled in the art that the scope of the invention herein disclosed is not limited to the particular combination of features described above, but also encompasses other arrangements formed by any combination of the above features or their equivalents without departing from the spirit of the invention. For example, the above features and (but not limited to) features having similar functions disclosed in the present invention are mutually replaced to form the technical solution.
Claims (9)
1. A deep soil excavation and backfilling construction method based on an interlocking type chambering steel immersed tube is characterized by comprising the following steps:
step S1, preparing at least four interlocking steel immersed tubes to be transported to a construction site, and installing pile sinking equipment and pulling equipment; the interlocking type steel immersed tube is provided with coaxial regular hexagon reaming cones which are distributed from top to bottom, and the bottom of the steel immersed tube is a bottom boot tube; the middle of each of six sides of the reaming cone is provided with a through upper and lower gap, an through upper and lower interlocking structure is arranged in each gap, the interlocking structures are welded on the outer wall of the steel immersed tube and extend to the tube opening from the upper part of the bottom blade of the bottom boot tube along the axis direction;
step S2, the maximum boundary of the area to be excavated is defined, and a starting point is selected on the boundary line;
step S3, taking the initial point as the center of the first interlocking type steel immersed tube, and immersing the first interlocking type steel immersed tube into the soil to be excavated through pile sinking equipment;
step S4, taking the interlocking structure closest to the boundary line on the first interlocking type steel immersed tube as a base point, locking the current interlocking structure and the interlocking structure of the second interlocking type steel immersed tube, determining the sinking point of the second interlocking type steel immersed tube, sinking the second interlocking type steel immersed tube into the soil to be excavated through pile sinking equipment, and realizing sealing connection at the lower part of the steel immersed tube in a regular hexagon manner;
step S5, based on two unlocked interlocking structures which are positioned on the inner side of the boundary line and have the shortest distance from the central connecting line of the first interlocking type steel immersed tube and the second interlocking type steel immersed tube, the first interlocking type steel immersed tube and the second interlocking type steel immersed tube are in butt joint interlocking connection with the third steel immersed tube and are immersed in soil to be excavated, the lower parts of the three steel immersed tubes are connected and attached in a regular hexagon mode, and meanwhile, the centers of the three steel immersed tubes form a regular triangle;
step S6, on the basis of two unlocked interlocking structures with the shortest distance between two interlocking type steel immersed pipes in the excavation advancing direction on the inner side of the boundary line, the interlocking type steel immersed pipes are in butt joint interlocking connection with a fourth steel immersed pipe, and the fourth interlocking type steel immersed pipe is immersed into the soil to be excavated through pile sinking equipment;
step S7, after excavating and cleaning the soil in the first interlocking type steel immersed tube, lifting the first steel immersed tube out, and backfilling in the lifting out process;
step S8, judging whether the steel immersed tube covers all areas needing to be excavated in the boundary line; if yes, finishing construction; if not, the first interlocking type steel immersed tube is used as a fourth interlocking type steel immersed tube, the three steel immersed tubes left in the soil are sequentially changed into a first steel immersed tube, a second steel immersed tube and a third steel immersed tube, and the step S6 is carried out.
2. The deep soil excavation and backfilling construction method according to claim 1, wherein the propelling direction in step S6 is selected from two sides starting from a center point of the third interlocking steel immersed tube forming a vertex of the regular triangle, and two unlocked interlocking structures forming an angle of 120 degrees corresponding to one side are selected as the propelling direction.
3. The deep soil excavation and backfilling construction method according to claim 1 or 2, wherein the interlocking steel immersed tube is a thick-walled steel tube with a wall thickness of more than 10 mm.
4. The deep soil excavation construction method of claim 1 or 2, wherein the reaming cones corresponding to each corner of the regular hexagons distributed from top to bottom are respectively provided with a cavity and pressure water pipes pre-buried at two sides of the cavity; non-shrinkage cement mortar is filled in the cavity; the pressure water pipe is used for assisting high-pressure flushing when the pipe is immersed, and assisting immersed pipe construction.
5. The deep soil excavation and backfilling method according to claim 1 or 2, wherein the interlocking structures are J-shaped or L-shaped hook-shaped structures with three folding angles, one is inserted into the other to form an interlock, and the long sides of the interlocking structures are welded with the steel pipe main body.
6. The deep soil excavation and backfilling construction method according to claim 1 or 2, wherein the reaming shoe pipe at the bottom of the steel immersed tube is integrally of a six-petal structure which is regular hexagonal in outside, circular in inside and gradually expanded outwards from top to bottom except for the interlocking mechanism in the middle, so as to form a bell-mouth bottom blade with an outward inclination angle, and soil corresponding to the bell-mouth is squeezed into the steel immersed tube in the sinking process of the steel immersed tube.
7. The deep soil excavation and backfilling construction method according to claim 1 or 2, wherein the soil in the steel immersed tube is excavated, excavation and material taking of the soil in the steel immersed tube are realized through a spiral drilling bucket and a rotary drilling hopper, the treatment is carried out, and then backfilling is carried out.
8. The deep soil excavation and backfilling construction method according to claim 1 or 2, wherein the step S7 further comprises: after backfilling to an elevation, in order to ensure the backfilling compactness and accelerate sedimentation, a backfilled soil body is piled up.
9. The deep soil excavation and backfilling construction method according to claim 1 or 2, wherein the method further comprises: constructing in groups in the same boundary line, preparing site construction hole sites and a sequential arrangement diagram, and alternately pushing each group of four steel immersed tubes to one side; and multiple groups of steel immersed pipes are matched, and at least 20cm of overlapping coverage area is reserved at the edge part or the processed part of each group of steel immersed pipes during construction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011593315.3A CN112726623A (en) | 2020-12-29 | 2020-12-29 | Deep soil excavation and backfilling construction method based on interlocking type hole expansion steel immersed tube |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011593315.3A CN112726623A (en) | 2020-12-29 | 2020-12-29 | Deep soil excavation and backfilling construction method based on interlocking type hole expansion steel immersed tube |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN112726623A true CN112726623A (en) | 2021-04-30 |
Family
ID=75607856
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011593315.3A Pending CN112726623A (en) | 2020-12-29 | 2020-12-29 | Deep soil excavation and backfilling construction method based on interlocking type hole expansion steel immersed tube |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112726623A (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN204825936U (en) * | 2015-07-14 | 2015-12-02 | 上海市水利工程集团有限公司 | Lock catch type steel -pipe pile is used in cofferdam |
| CN108442395A (en) * | 2018-05-14 | 2018-08-24 | 中铁八局集团第二工程有限公司 | Latch steel pipe pile cofferdam construction method |
| CN108746171A (en) * | 2018-08-14 | 2018-11-06 | 森特士兴集团股份有限公司 | A kind of contaminated site Ex-situ remediation method and its system based on cellular excavation |
| CN109183829A (en) * | 2018-08-06 | 2019-01-11 | 中交第二航务工程局有限公司 | Big height difference small interval subaqueous bearing platform construction method |
-
2020
- 2020-12-29 CN CN202011593315.3A patent/CN112726623A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN204825936U (en) * | 2015-07-14 | 2015-12-02 | 上海市水利工程集团有限公司 | Lock catch type steel -pipe pile is used in cofferdam |
| CN108442395A (en) * | 2018-05-14 | 2018-08-24 | 中铁八局集团第二工程有限公司 | Latch steel pipe pile cofferdam construction method |
| CN109183829A (en) * | 2018-08-06 | 2019-01-11 | 中交第二航务工程局有限公司 | Big height difference small interval subaqueous bearing platform construction method |
| CN108746171A (en) * | 2018-08-14 | 2018-11-06 | 森特士兴集团股份有限公司 | A kind of contaminated site Ex-situ remediation method and its system based on cellular excavation |
Non-Patent Citations (1)
| Title |
|---|
| （苏）А.Г.古泽耶夫，А.Г.古济，А.У.波诺马连科: "《矿山企业建设工艺学》", 31 July 1991, 北京：冶金工业出版社 * |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106400820A (en) | Cofferdam formed by latched steel tube and concrete combined piles and construction method | |
| CN113153308A (en) | Construction method for double arch tunnel collapse section | |
| CN111155532A (en) | Deep foundation pit supporting structure and construction method thereof | |
| CN114483056B (en) | Method for treating collapse roof caving hole of high-speed railway shallow-buried tunnel within 15m of height of collapse cavity | |
| CN103321658A (en) | Molded lining support structure and construction method for soft soil ground layer | |
| CN113338970A (en) | Shield receiving method | |
| CN114892690A (en) | Construction method of double-wall steel-jacketed box cofferdam | |
| CN211500658U (en) | Shallow tunnel supporting construction that nearly connects that buries suitable for sand ground | |
| CN112664203A (en) | Reinforcing system for controlling deformation of shield tunnel by dredging river above shield tunnel and construction method | |
| CN112681379A (en) | Construction method for constructing horseback shaft by 360-degree full-rotation circular shaft pipe shaking machine | |
| CN106592600B (en) | Construction method of early warning support system adjacent to complex environment of subway running | |
| CN208236429U (en) | A kind of new pipe-roof method active well ruggedized construction | |
| CN112855181B (en) | Pipe jacking and shield tunneling up-down parallel overlapping tunnel structure and construction method thereof | |
| CN112483126A (en) | Construction method of underground excavation air duct of composite stratum with upper soft part and lower hard part | |
| CN112726623A (en) | Deep soil excavation and backfilling construction method based on interlocking type hole expansion steel immersed tube | |
| CN218027730U (en) | Bored pile combination foundation pit enclosure structure | |
| CN211690370U (en) | Deep foundation pit supporting structure | |
| CN112081176B (en) | Pressure-bearing water layer vertical shaft construction method based on non-dewatering drainage | |
| CN115680022A (en) | Construction method of underground structure crossing existing tunnel | |
| CN214272007U (en) | Interlocking reaming steel immersed tube for deep soil excavation treatment | |
| JPH07331998A (en) | Constructing method of rock cavern | |
| CN208039234U (en) | Engineering pile in karst cave geology | |
| CN113669084B (en) | Lake facies deposition weak stratum subway tunnel-first and station-last segment dismantling method | |
| CN110924985A (en) | Long rock pillar construction method suitable for overlying thin rock stratum | |
| CN218117771U (en) | Miniature pipe jacking operation well supporting construction |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20210430 |
|
| RJ01 | Rejection of invention patent application after publication |